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STRUCTURAL NOTES & SPECIFICATIONS
<br />EXTERIOR WALL BASE DETAIL
<br />SCALEd/2'=1'-0'
<br />GROUT FILLED
<br />KNOCKOUT kLkL
<br />W/2-#4 CONT.
<br />S-0--L.DN.
<br />('-2'% STOREFRONT BASE
<br />�-2 SCALEo1/2'=1'-0'
<br />ANCHOR BOLTS
<br />SP.@ 4'-0'O.C.
<br />NOTEI FOR ROOFING & FLASHING DETAILS
<br />REFER TO ARCH, DWGS.
<br />(WELD DECK @ 6.O.CJ
<br />FOR CONTIN.
<br />SEE WALL SECTIONS
<br />3 SECTION AT ENTRY
<br />S-� SCALEd/2'=1'-0'
<br />na,ut+n.u- � awn
<br />W W/2-#4 C❑NT.
<br />EL.+18'-0'
<br />T
<br />`r CONT.
<br />I
<br />4 SIDEWALK EDGE DETAIL
<br />S-2 SCALE11/2'=1'-0'
<br />NOTE, FOR ROOFING & FLASHING DETAILS
<br />REFER TO ARCH. DWGS.
<br />•
<br />a
<br />3/16 1/2
<br />I[lU1L 11VJULM I IUV
<br />ANCHOR
<br />EL.+13-4' �
<br />CpNT. 4X3X1/4 SP,@
<br />a'DIA.EXP. ❑LTS 2 G 1 1/ ' FLUTE
<br />cv
<br />EL.+15'-4'
<br />SP.@ 24'O.C.(3'EMBED.) IDE RIB METAL DECK EL.+14'-8' a
<br />(WELD DECK @ 6'0.C.) PAINTED
<br />N
<br />JOIST BEARING
<br />t• u1
<br />\ 'K' JOIST E BEAM
<br />�
<br />80 16'
<br />W/2-#4 T&B
<br />EMB D PL. #3 TIES @ 24'O.C.
<br />- JOIST BEARING
<br />CONIC. TIE BEAM
<br />II
<br />/8'
<br />/2-1/2'X6'
<br />W/2-1
<br />K JOIST
<br />�I
<br />8'X24' W/2-#4
<br />T&B #3 TIES @
<br />STUDS
<br />,i CONC.TIE BEAM
<br />24' O.C. (POCKET
<br />SP.@ 5'O.C.
<br />GROUT BLK.SOLID
<br />- -8 X 1
<br />BEAM 4'X8' AT
<br />AT XP.BOLTS
<br />W/2-#4 T&B
<br />#3 TIES @ 24'O.C.
<br />JOIST LOCATIONS)
<br />��
<br />GONT.HOR Z.BRIDGING WALL REINF.
<br />WALL REINF.
<br />POCKET BEAM 4'X8'
<br />L3X3X1/4X0'-9'LG, CONT, HORIZ. BRIDGING AT JOIST LOCATIONS
<br />A S P L
<br />-/ IA. 1 -
<br />.
<br />E PLAN HK.10' @
<br />HK.10'E INTO
<br />AP.@ p
<br />)LINES
<br />PARAPET
<br />JOIST BR DGING _BRIDGING_
<br />S STEPPED FOOTING DETAIL r 6 JOIST BEARING AT FRONT WALL 7
<br />S- 2 SCALEII1/2'=1'-0' S- 2 SCALEd/2'=1'-0'
<br />9 DETAIL DELETED
<br />�-2 SCALEii/2'=1'-0'
<br />`-y- @ END 3 PANELS
<br />ROOF CONSTRUCTION DETAIL
<br />SCALEIIi/2'=1'-0'
<br />CONT12X2X1/8
<br />WELD TO JO
<br />(WELD DECK @ 6.0.C.)
<br />3/16 4 1/2
<br />'K' JOIST
<br />3' �\
<br />EMBED PL.
<br />B'X4'X3/8'
<br />W/2-1/2'X6'
<br />II STUDS
<br />SP.@ 5'O.C.
<br />.1-1 .1L4111 .
<br />SEE PLAN
<br />HK.10' INTO
<br />TIE BEAM
<br />8 JOIST BEARING AT REAR WALL
<br />S--Z J SCALE11/2-=1'-0'
<br />SITE PREPARATION
<br />1, STRIP AND GRUB ALL VEGETATION, DEBRIS, AND OTHER DELETERIOUS
<br />MATERIAL WITHIN THE STRUCTURE FOOTPRINT PLUS A MARGIN OF 5 FEET.
<br />2. THE CLEARED SURFACE SHALL BE PROOF ROLLED USING APPROPRIATE
<br />COMPACTION EQUIPMENT FOR SITE AND S❑IL CONDITIONS. SUFFICIENT PASSES
<br />SHALL BE MADE TO DEVELOP A MINIMUM DRY DENSITY OF 95% OF THE
<br />MODIFIED PROCTOR MAXIMUM DRY DENSITY (ASTM D-1557) TO A DEPTH OF
<br />24 INCHES BELOW THE COMPACTED SURFACE,
<br />3. AFTER COMPLETION OF PROOF ROLLING, APPROVED CLEAN FILL MATERIAL
<br />SHALL BE ADDED AS REQUIRED IN LEVEL LIFTS NOT EXCEEDING 12 INCHES
<br />IN UNCOMPACTED THICKNESS. EACH LIFT SHALL BE COMPACTED TO ACHIEVE
<br />AT LEAST 95% OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY (ASTM D-
<br />1557). FILLING AND COMPACTION SHALL CONTINUE UNTIL FINAL GRADE
<br />ELEVATIONS ARE ATTAINED.
<br />4. EXCAVATE FOR COLUMN AND WALL FOOTINGS TO THE SPECIFIED ELEVATIONS
<br />AND VERIFY IN PLACE COMPACTION. COMPACT EXCAVATED SUBGRADE BEARING
<br />SURFACES AS REQUIRED TO ACHIEVE A MINIMUM DRY DENSITY OF 95% OF
<br />THE MODIFIED PROCTOR MAXIMUM DRY DENSITY (ASTM D-1557) TO A MINIMUM
<br />DEPTH OF 12 INCHES BELOW BOTTOM OF FOOTINGS.
<br />5. ALL PREPARED AND COMPACTED AREAS SHALL BE OBSERVED AND TESTED BY
<br />A REPRESENTATIVE OF A CERTIFIED GEOTECHNICAL ENGINEER.
<br />FOUNDATION NOTES
<br />1, ALL FOOTINGS SHALL BEAR ON CONTROLLED COMPACTED SUBGRADE HAVING A
<br />MINIMUM BEARING CAPACITY OF 2500 POUNDS PER SQUARE FOOT.
<br />2. MAXIMUM SLOPE BETWEEN BOTTOMS OF FOOTINGS SHALL BE ONE VERTICAL TO
<br />TWO HORIZONTAL.
<br />3. CONSTRUCTION JOINTS IN WALLS OR GRADE BEAMS SHALL BE VERTICAL JOINTS
<br />LOCATED A MINIMUM DISTANCE OF 4'-0' FROM ANY WALL OPENING AND
<br />APPROXIMATELY MIDWAY BETWEEN COLUMNS OR SUPPORTS.
<br />4. NO BACKFILLING AGAINST WALLS SHALL BE DONE UNTIL CONCRETE HAS
<br />ATTAINED FULL STRENGTH AND SUPPORTING FLOORS ARE IN PLACE OR WALLS
<br />HAVE BEEN ADEQUATELY BRACED,
<br />5. SLABS ON GRADE SHALL BE PLACED ON CONTROLLED COMPACTED FILL DENSIFIED
<br />TO NOT LESS THAN 95% OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY,
<br />ASTM D 1557.
<br />6. PROVIDE CONTRACTION CONTROL JOINTS IN SLABS ON GRADE AT DESIGNATED
<br />LOCATIONS SHOWN ON PLAN,
<br />7. FOR LOCATION OF FINISH DEPRESSIONS IN SLABS ON GRADE, IF APPLICABLE,
<br />REFER TO ARCHITECTURAL DRAWINGS.
<br />CONCRETE NOTES
<br />1, ALL CONCRETE WORK SHALL CONFORM TO THE ACI BUILDING CODE (318-99).
<br />2. ALL CONCRETE SHALL BE 3000 PSI CONTROLLED NORMAL WEIGHT CONCRETE
<br />UNLESS OTHERWISE NOTED ON DRAWINGS.
<br />3. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60.
<br />4. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185,
<br />5. CONCRETE COVERING FOR REINFORCING STEEL SHALL BE A MINIMUM OF 3/4'
<br />FOR SLABS, 1 1/2' FOR BEAMS AND COLUMNS, 1 1/2' FOR FORMED SURFACES
<br />EXPOSED TO EARTH OR WEATHER, 3' FOR FOOTINGS AND BEAMS CAST AGAINST
<br />AND PERMANENTLY EXPOSED TO EARTH.
<br />6. CONTRACTOR SHALL VERIFY SIZE AND LOCATION OF ALL OPENINGS WITH
<br />ARCHITECTURAL AND MECHANICAL DRAWINGS. OPENINGS NOT SHOWN ON
<br />STRUCTURAL DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER
<br />FOR APPROVAL,
<br />7. ALL REINFORCING BARS MARKED CONTINU❑US SHALL BE LAPPED 43 BAR
<br />DIAMETERS. LAP TOP BARS AT MIDSPAN AND BOTTOM BARS AT SUPPORTS
<br />UNLESS OTHERWISE NOTED. HOOK ALL TOP BARS AT DISCONTINUOUS ENDS,
<br />STRUCTURAL STEEL NOTES
<br />i. ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A572, GRADE 50 UNLESS
<br />OTHERWISE NOTED, STEEL PIPE COLUMNS SHALL CONFORM TO ASTM A53,
<br />TYPE S, GRADE B. STEEL TUBING SHALL CONFORM TO ASTM A500, GRADE B
<br />(Fy = 46 KSI).
<br />2. DETAILING, FABRICATION AND ERECTION OF STEEL SHALL CONFORM TO THE
<br />MANUAL OF STEEL CONSTRUCTION (9TH ED.)(ALLOWABLE STRESS DESIGN),
<br />3. ALL SHOP CONNECTIONS SHALL BE WELDED OR HIGH STRENGTH BOLTED.
<br />4. ALL WELDING SHALL CONFORM TO THE AMERICAN WELDING SOCIETY,AWS
<br />DIA STRUCTURAL WELDING CODE -STEEL.
<br />5. FIELD CONNECTIONS SHALL BE MADE WITH ASTM A325N HIGH STRENGTH BOLTS
<br />UNLESS OTHERWISE NOTED ON DRAWINGS.
<br />6. BEAM CONNECTIONS SHALL BE ADEQUATE TO SUPPORT ONE HALF THE TOTAL
<br />UNIFORM LOAD CAPACITY FOR THE GIVEN SIZE AND SPAN OF BEAM. ALL
<br />BOLTS SHALL BE A MINIMUM OF 3/4' DIAMETER.
<br />7. ALL STEEL SHALL RECEIVE A SHOP COAT OF PAINT EXCEPT CONTACT SURFACES
<br />OF SLIP CRITICAL HIGH STRENGTH BOLTS AND SURFACES TO BE WELDED.
<br />STEEL JOIST NOTES
<br />1. DESIGN, FABRICATION, AND ERECTION OF OPEN WEB STEEL JOISTS SHALL
<br />CONFORM TO STEEL J131ST INSTITUTE'S STANDARD SPECIFICATIONS.
<br />ROOF JOIST DESIGN SHALL BE MODIFIED AS REQUIRED TO PROVIDE A NET
<br />UPLIFT LOAD CAPACITY OF 25 PSF, JOIST MANUFACTURER SHALL SUBMIT
<br />AFFADAVIT BY A FLORIDA LICENSED PROFESSIONAL ENGINEER CERTIFYING
<br />CONFORMANCE WITH DESIGN LOAD CRITERIA.
<br />2. PROVIDE TOP AND BOTTOM CHORD JOIST BRIDGING SIZED AND SPACED TO
<br />MEET THE STEEL JOIST INSTITUTE SPECIFICATIONS MODIFIED AS REQUIRED
<br />BY UPLIFT DESIGN. USE HORIZONTAL BRIDGING THROUGHOUT EXCEPT THAT
<br />DIAGONAL CROSS BRIDGING SHALL BE COMBINED WITH HORIZONTAL BRIDGING
<br />AT THREE CONSECUTIVE PANELS ADJOINING EXTERIOR WALLS, ALL BRIDGING
<br />AND BRIDGING ANCHORS SHALL BE COMPLETELY INSTALLED BEFORE
<br />CONSTRUCTION LOADS ARE PLACED ON JOISTS,
<br />3. CONCENTRATED HANGER LOADS, SUCH AS HEAVY PIPES, MECHANICAL
<br />EQUIPMENT, ETC., NOT SHOWN ON DRAWINGS, WILL NOT BE PERMITTED
<br />WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. SUCH LOADS
<br />IF PERMITTED, SHALL HE SUPPORTED AT JOIST TOP CHORD PANEL P❑NTS.
<br />MASONRY NOTES
<br />1. ALL MASONRY CONSTRUCTION SHALL BE IN ACCORDANCE WITH ACI 530-99/
<br />A.S.C,E, 5-99/TMS 402-99 AND ACI 530.1-99/A.S.C.E. 6-99/TMS 602-99.
<br />2. ALL CONCRETE MASONRY SHALL BE NORMAL WEIGHT UNITS CONFORMING TO
<br />ASTM C90, TYPE N-II WITH A MINIMUM MASONRY COMPRESSIVE STRENGTH,
<br />f'm = 1500 PSI AT 28 DAYS,
<br />3. MORTAR SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 1800 PSI AND
<br />SHALL CONFORM TO ASTM C270, TYPE S.
<br />4. COARSE GROUT SHALL HAVE A 3/8' MAXIMUM SIZE AGGREGATE AND A
<br />MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI. SLUMP MEASURED IN
<br />ACCORDANCE WITH ASTM C143 SHALL RANGE BETWEEN 8' AND 11'.
<br />5. PROVIDE VERTICAL REINFORCING AS SHOWN ON DRAWINGS. DOWEL ALL
<br />VERTICAL BARS INTO FOOTINGS, LAP BARS 48 DIAMETERS AT SPLICE
<br />LOCATIONS, AND HOOK BARS INTO TIE BEAM AT ROOF LEVEL,
<br />6. PROVIDE GROUT FILLED KNOCKOUT BLOCKS AT LOCATIONS INDICATED
<br />WALL SECTIONS. LAP ALL BARS 48 DIAMETERS AT SPLICE LOCATIONS.
<br />7. FILL BLOCK WALLS SOLID WITH COARSE GROUT AT ALL REINFORCED CELLS
<br />AND AT DESIGNATED LOCATIONS SHOWN ON DRAWINGS. MORTAR ALL CROSS
<br />WEBS OF CELLS RECEIVING GROUT AND MAINTAIN 3' MINIMUM CLEAR CELL
<br />OPENINGS AND MINIMUM CLEAR AREA OF 10 SQ.IN.
<br />8. FOR HIGH LIFT GROUTING, PROVIDE CLEANOUT OPENINGS AT BOTTOM OF
<br />ALL GROUT FILLED CELLS (ALTERNATE CELLS AT SOLID GROUTED WALLS),
<br />9. HORIZONTAL JOINT REINFORCING SHALL BE STANDARD WEIGHT, LADDER TYPE
<br />REINFORCING CONSISTING OF #9 GAGE LONGITUDINAL AND TRANSVERSE RODS
<br />SPACED AT VERTICAL INTERVALS NOT EXCEEDING 16'O.C. CROSS RODS TO
<br />BE SPACED 16'0.C. LAP LONGITUDINAL RODS AT LEAST 8' AT SPLICE
<br />LOCATIONS.
<br />10.PROVIDE PRECAST CONCRETE LINTEL BEAMS OVER ALL EXTERIOR AND INTERIOR
<br />MASONRY WALL OPENINGS UNLESS OTHERWISE NOTED. TOTAL LOAD DEFLECTION
<br />NOT TO EXCEED L/360,
<br />11.PROVIDE TEMPORARY BRACING OF MASONRY WALLS AS REQUIRED DURING
<br />CONSTRUCTION.
<br />LIVE LOADS
<br />FLAT ROOF 20 PSF
<br />WIND LOADS (FLORIDA BUILDING CODE 2004)
<br />BASIC WIND SPEED = 130 MPH
<br />FLAT ROOF
<br />IMPORTANCE FACTOR, II = 1.0
<br />EXPOSURE B
<br />INTERNAL PRESSURE COOEFICIENT t0.18
<br />MAIN FRAME END ZONE, 2a = 11.0'
<br />COMPONENTS & CLADDING END ZONE, a = 5.5'
<br />MAIN WIND FORCE RESISTING SYSTEM PER A.S.C.E. 7-02
<br />HEIGHT (FT) HORIZ.WIND PRESSURE(INT.ZONE) HORIZ.WIND PRESSURE(END ZONE)
<br />0-30 15.9 PSF 23.9 PSF
<br />COMPONENTS AND CLADDING - EFFECTIVE WIND AREA < 10 SF.
<br />HEIGHT (FT) HORIZ.WIND PRESSURE(INT.ZONE) HORIZ.WIND PRESSURE(END ZONE)
<br />0-30 +24.8/-26.9 PSF +24.8/-33.1 PSF
<br />HEIGHT (FT,) VERTICAL WIND PRESSURE AT ROOF a
<br />0-30 ZONE 1 +11.0/-27.1 PSF
<br />ZONE 2 +11.0/-45.5 PSF aF21
<br />ZONE 3 +11.0/-68.5 PSF
<br />OVERHANG
<br />ZONE 2 -39.1 PSF
<br />ZONE 3 -64.4 PSF
<br />PLUS AND MINUS SIGNS SIGNIFY PRESSURES ACTING TOWARD AND AWAY FROM THE
<br />SURFACES RESPECTIVELY.
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<br />Revisions:
<br />2
<br />8/28/07 - OWNER
<br />REQUESTED
<br />CHANGES
<br />Project Number
<br />06082a
<br />Date
<br />03-19-07
<br />Sheet Number
<br />S-2
<br />"AV
<br />
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